【某六層教學(xué)樓的建筑結(jié)構(gòu)內(nèi)力計(jì)算過程案例7500字】

某六層教學(xué)樓的建筑結(jié)構(gòu)內(nèi)力計(jì)算過程案例綜述目錄TOC\o"1-3"\h\u180351.1豎向荷載作用下框架內(nèi)力計(jì)算 175821.彎矩分配法 228554（1）確定各桿件在該節(jié)點(diǎn)的轉(zhuǎn)動剛度 227825（2）相交于一點(diǎn)桿件間的彎矩分配 2289072.D值法 3132731.2恒載作用下的框架內(nèi)力 4297361.彎矩分配系數(shù) 4287082.桿件固端彎矩 531979（1）橫梁固端彎矩 528180（2）縱梁引起柱端附加彎矩 8181843.節(jié)點(diǎn)不平衡彎矩（其中中間層以四層為例，其余相同） 876934.內(nèi)力計(jì)算 932208表5-10AB跨跨中彎矩（kN?m） 1220676表5-11恒載下柱剪力（kN） 13243491.3活載作用下的框架內(nèi)力 18175761、彎矩分配系數(shù) 18122172、梁固端彎矩 1829471（1）頂層 1821519（2）二至五層橫梁（以四層為例，其余相同） 19176683、縱梁偏心引起柱端附加彎矩 1914149（1）頂層外縱梁： 1920435（2）樓層外縱梁（以四層為例，其余相同）： 1915400（3）頂層中縱梁： 192394（4）樓層中縱梁（以四層為例，其余相同）： 1937424、最不利組合 1935755、各節(jié)點(diǎn)不平衡彎矩（以四層為例，其余相同） 1985616、內(nèi)力計(jì)算 1913727表5-16滿跨活載作用下柱軸力（kN） 2217334表5-17滿跨活載作用下柱剪力（kN） 23220821.4風(fēng)荷載作用下的框架內(nèi)力計(jì)算 27210161.水平風(fēng)載作用下框架層間剪力 27180052.各層柱反彎點(diǎn)位置 27276003.風(fēng)荷載作用下框架柱剪力及柱端彎矩 2921714.風(fēng)荷載作用下梁端、跨中彎矩和剪力 2941175.風(fēng)荷載作用下柱軸力 3045181.5地震作用下橫向框架的內(nèi)力計(jì)算 331.1豎向荷載作用下框架內(nèi)力計(jì)算框架結(jié)構(gòu)承擔(dān)的荷載主要有恒載、使用活荷載、風(fēng)荷載、地震作用，其中恒載、活荷載一般為豎向作用，風(fēng)荷載、地震則為水平方向作用，手算多層多框架結(jié)構(gòu)的內(nèi)力及側(cè)移時(shí)，一般采用近似方法。1.彎矩分配法在豎向荷載作用下較規(guī)則的框架產(chǎn)生的側(cè)向位移很小，可以忽略不計(jì)?？蚣艿膬?nèi)力采用無側(cè)移的彎矩分配法進(jìn)行簡化計(jì)算。相交于同一點(diǎn)的多個(gè)桿件中的某一桿件，其在該節(jié)點(diǎn)的彎矩分配系數(shù)的計(jì)算過程為：（1）確定各桿件在該節(jié)點(diǎn)的轉(zhuǎn)動剛度桿件的轉(zhuǎn)動剛度S與桿件遠(yuǎn)端的約束形式有關(guān)。如下表：表5-6等截面直桿的勁度系數(shù)和傳遞系數(shù)表Table5-6TableofStiffnessCoefficientandTransferCoefficientofStraightRodswithConstantCrossSection遠(yuǎn)端支承情況勁度系數(shù)S傳遞系數(shù)C固定4i1/2簡支3i0滑動i-1自由00計(jì)算彎矩分配系數(shù)μ：AμA（2）相交于一點(diǎn)桿件間的彎矩分配彎矩分配之前，還需要先求出節(jié)點(diǎn)的固端彎矩，這可查閱相關(guān)靜力手冊得到。如下表：表5-7常見荷載作用下桿件的固端彎矩Table5-7Bendingmomentsatthefixedendsofmembersundercommonloads荷載作用下簡圖計(jì)算公式MMRMMRMR在彎矩分配的過程中，一個(gè)循環(huán)可同時(shí)放松和固定多個(gè)節(jié)點(diǎn)，以加快收斂速度。計(jì)算桿件固端彎矩產(chǎn)生的節(jié)點(diǎn)不平衡彎矩時(shí)，不能丟掉由于縱向框架梁對柱偏心所產(chǎn)生的節(jié)點(diǎn)彎矩計(jì)算。2.D值法D值法為修正反彎點(diǎn)法，修正后的柱的抗側(cè)剛度為D=α12izh2，式中α為柱剛度修正系數(shù)，柱的反彎點(diǎn)高度修正后可按下式計(jì)算：y=y0+y1+y2+y3。式中y0為標(biāo)準(zhǔn)反彎點(diǎn)高度比，是在各層等高、各跨相等、各層梁和柱線剛度都不改變的情況下求得的反彎點(diǎn)高度比；y1為因上、下層梁剛度比變化的修正值；y2為因上層層高變化的修正值；y3為因下層層高變化的修正值。D值法具體計(jì)算步驟為：先計(jì)算各層柱修正后的抗側(cè)剛度D及柱的反彎點(diǎn)高度，將該層層間剪力分配到每個(gè)柱，柱剪力分配式為：V根據(jù)柱剪力和反彎點(diǎn)位置，可計(jì)算柱上、下端彎矩為：MM式中VjkDjkmj層框架柱數(shù)；H柱高。1.2恒載作用下的框架內(nèi)力1.彎矩分配系數(shù)由于該框架為對稱結(jié)構(gòu)，取框架的一半進(jìn)行簡化計(jì)算。如圖6-11所示。節(jié)點(diǎn)A1SμA1A0μA1B1μA1A2節(jié)點(diǎn)A2SμA2A1μA2A3μA2B2節(jié)點(diǎn)A3μA3A2=0.358,μ節(jié)點(diǎn)A4μA4A3=0.358,μ節(jié)點(diǎn)A5μA5A4=0.358,μ節(jié)點(diǎn)A6μAμA節(jié)點(diǎn)B1SBSBμBμBμBμB節(jié)點(diǎn)B2SB2μBμBμBμB節(jié)點(diǎn)B3μB3A3=0.258,節(jié)點(diǎn)B4μB4A4=0.258,節(jié)點(diǎn)B5μB5A5=0.258,節(jié)點(diǎn)B6SB6μBμB2.桿件固端彎矩計(jì)算桿件固端彎矩時(shí)應(yīng)帶符號，桿端彎矩一律以順時(shí)針方向?yàn)檎?。?）橫梁固端彎矩1）頂層橫梁自重作用：MA6B6MB6D6MD6B6板傳來的永久荷載作用：其中：a=0.5MA6B6=?=?64.42kN?mMB6D6=MD6B6=2）二至五層橫梁（以四層為例，其余相同）自重作用：MA4B4MB4D4MD4B4板傳來的永久荷載作用：其中：a=0.5MA4B4=?=?51.87kN?mMB6D6=MD6B6=（2）縱梁引起柱端附加彎矩頂層外縱梁：MA6樓層外縱梁（以四層為例，其余相同）：MA頂層中縱梁：MB樓層中縱梁（以四層為例，其余相同）：MB3.節(jié)點(diǎn)不平衡彎矩（其中中間層以四層為例，其余相同）節(jié)點(diǎn)A6：節(jié)點(diǎn)B6：節(jié)點(diǎn)A4：節(jié)點(diǎn)B4：17.58+51.87-6.10-2.02-21.19=40.14kN?m圖5-10永久荷載和永久荷載產(chǎn)生的節(jié)點(diǎn)不平衡彎矩Figure5-10PermanentloadandUnbalancedbendingmomentofjointscausedbypermanentload4.內(nèi)力計(jì)算根據(jù)對稱原則，只計(jì)算AB、BC跨。恒載彎矩分配過程見圖5-12。表5-8AB跨梁端剪力（kN）Table5-8ABspanbeamendshearforce(kN)層q(kN/m)g(kN/m)a(m)l(m)gl/2u=(l?a)×q/2M(kN?m)M(kN?m)MVV616.174.071.57.214.6546.08-62.0773.331.5659.17-62.29513.024.071.57.214.6537.10-64.6967.440.3851.37-52.13413.024.071.57.214.6537.10-61.2466.260.7051.05-52.45313.024.071.57.214.6537.10-62.1266.090.5551.2-52.3213.024.071.57.214.6537.10-62.0666.590.6351.12-52.38113.024.071.57.214.6537.10-60.9465.840.6851.07-52.43表5-9BC跨梁端剪力（kN）Table5-9BCbeamendshearforce(kN)層q(kN/m)g(kN/m)l(m)gl/2l×q/4VV616.172.6934.0412.1316.17-16.17513.022.6934.049.7713.81-13.81413.022.6934.049.7713.81-13.81313.022.6934.049.7713.81-13.81213.022.6934.049.7713.81-13.81113.022.6934.049.7713.81-13.81注：u的物理意義：梁承擔(dān)梯形荷載時(shí)，u=表5-10AB跨跨中彎矩（kN?m）Table5-10ABmid-spanbendingmoment(kN?m)層q(kN/m)g(kN/m)a(m)l(m)gl/2u=(l?a)×q/2M(kN?m)MVM616.174.071.57.214.6546.08-62.071.5659.17-91.85513.024.071.57.214.6537.10-64.690.3851.37-67.53413.024.071.57.214.6537.10-61.240.7051.05-69.83313.024.071.57.214.6537.10-62.120.5551.2-69.49213.024.071.57.214.6537.10-62.060.6351.12-69.26113.024.071.57.214.6537.10-60.940.6851.07-70.20注：梁的跨中彎矩計(jì)算：將梁作為隔離體，以跨中截面為矩心，考慮梁上全部荷載建立彎矩平衡方程，即可得到上表公式。其中，0.71為梯形分布荷載1/2跨的合力距梁跨中的距離，具體計(jì)算為：q×x=0.71m表5-11恒載下柱剪力（kN）Table5-11Shearforceofcolumnunderdeadload(kN)層A軸線柱端彎矩（kN?m）A軸線柱端剪力（kN）B軸線柱端彎矩（kN?m）B軸線柱端剪力（kN）上端下端上端下端上端下端上端下端644.9929.87-22.68-22.68-34.69-22.3617.2917.29517.9621.36-11.91-11.91-13.54-15.518.808.80422.9222.82-13.86-13.86-17.14-16.7910.2810.28322.3221.93-13.41-13.41-16.83-16.6710.1510.15223.1824.60-14.48-14.48-17.47-18.4410.8810.88119.379.68-6.83-6.83-11.72-7.234.464.46表5-12恒載下柱軸力（kN）Table5-12Axialforceofcolumnunderdeadload(kN)層邊柱A軸、D軸中柱B軸、C軸橫梁端部壓力縱梁端部壓力柱重柱軸力橫梁端部壓力縱梁端部壓力柱重柱軸力6柱頂59.17136.5620.63195.7362.29+16.17=78.46162.9120.63241.37柱底216.36262.05柱頂51.37135.7520.63403.4852.13+13.81=65.94169.5720.63497.51柱底424.11518.144柱頂51.05135.7520.63610.9152.45+13.81=66.26169.5720.63753.97柱底631.54774.63柱頂51.2135.7520.63818.4952.3+13.81=66.11169.5720.631010.28柱底839.121030.912柱頂51.12135.7520.631025.9952.38+13.81=66.19169.5720.631266.67柱底1046.621287.31柱頂51.07135.7532.141233.4452.43+13.81=66.24169.5732.141523.11柱底1265.581555.25圖5-11恒載彎矩分配過程Figure5-11Deadloadbendingmomentdistributionprocess圖5-12永久荷載作用下彎矩圖（kN?m）Figure5-12Bendingmomentdiagramunderpermanentload(kN?m)圖5-13永久荷載作用下梁剪力、柱軸力（kN）Figure5-13Beamshearforceandcolumnaxialforceunderpermanentload(kN)1.3活載作用下的框架內(nèi)力1、彎矩分配系數(shù)與恒載作用下相同。2、梁固端彎矩（1）頂層MA6B6=?=?5.98kN?mMB6D6=MD6B6=（2）二至五層橫梁（以四層為例，其余相同）MA4B4=?=?29.88kN?mMB6D6=MD6B6=3、縱梁偏心引起柱端附加彎矩（1）頂層外縱梁：MA6（2）樓層外縱梁（以四層為例，其余相同）：MA4（3）頂層中縱梁：MB6（4）樓層中縱梁（以四層為例，其余相同）：MB44、最不利組合本工程只考慮活載滿跨布置。見圖5-15。5、各節(jié)點(diǎn)不平衡彎矩（以四層為例，其余相同）節(jié)點(diǎn)A6：節(jié)點(diǎn)B6：節(jié)點(diǎn)A4：節(jié)點(diǎn)B4：6、內(nèi)力計(jì)算根據(jù)對稱原則，只計(jì)算AB、BC跨?；钶d彎矩分配過程見圖5-16?；钶d作用下梁彎矩、剪力、柱軸力見表5-13、5-14、5-15、5-16。圖5-14活荷載和活荷載作用下產(chǎn)生的不平衡彎矩Figure5-14Liveloadandunbalancedbendingmomentgeneratedunderliveload表5-13滿跨活載作用下梁剪力AB跨梁端剪力（kN）Table5-13ShearforceofbeamatfullspanunderliveloadABShearforceatbeamendofspan(kN)層q(kN/m)a(m)l(m)u=(l?a)×q/2M(kN?m)M(kN?m)MVV61.51.57.24.28-5.715.780.014.27-4.2957.51.57.221.37-25.6328.120.3521.02-21.7247.51.57.221.37-26.1728.990.3920.98-21.7637.51.57.221.37-26.3028.280.2821.09-21.6527.51.57.221.37-26.1828.990.3920.98-21.7617.51.57.221.37-25.6028.690.4320.94-21.80表5-14滿跨活載作用下BC跨梁端剪力（kN）Table5-14ShearforceatbeamendofBCspanunderliveloadoffullspan(kN)層q(kN/m)l(m)l×q/4VV61.531.1251.125-1.125510.537.8757.875-7.875410.537.8757.875-7.875310.537.8757.875-7.875210.537.8757.875-7.875110.537.8757.875-7.875表5-15滿跨活載作用下AB跨跨中彎矩 （kN?m）層q(kN/m)a(m)l(m)u=(l?a)×q/2M(kN?m)MVM61.51.57.24.28-5.710.014.27-6.6257.51.57.221.37-25.630.3521.02-34.8747.51.57.221.37-26.170.3920.98-34.1837.51.57.221.37-26.300.2821.09-34.4527.51.57.221.37-26.180.3920.98-34.1717.51.57.221.37-25.600.4320.94-34.61Table5-15Mid-spanbendingmomentofABspanunderliveloadoffullspan(kN?m)注：梁的跨中彎矩計(jì)算：將梁作為隔離體，以跨中截面為矩心，考慮梁上全部荷載建立彎矩平衡方程，即可得到上表公式。其中，0.71為梯形分布荷載1/2跨的合力距梁跨中的距離，具體計(jì)算為：q×x=0.71m表5-16滿跨活載作用下柱軸力（kN）層邊柱（A軸）中柱（B軸）橫梁端部剪力縱梁端部剪力柱軸力橫梁端部剪力縱梁端部剪力柱軸力64.277.7912.065.4111.7917.20521.0238.9672.0429.5967.01113.8420.9838.96131.9829.6367.01210.44321.0938.96192.0329.5267.01306.97220.9838.96251.9729.6367.01403.61120.9438.96311.8729.6767.01500.29Table5-16Columnaxialforceunderfullspanliveload(kN)表5-17滿跨活載作用下柱剪力（kN）層A軸線柱端彎矩（kN?m）A軸線柱端剪力（kN）B軸線柱端彎矩（kN?m）B軸線柱端剪力（kN）上端下端上端下端上端下端上端下端64.738.83-4.11-4.11-3.41-5.962.842.84511.9210.92-6.92-6.92-7.82-7.374.604.60410.3710.71-6.39-6.39-7.00-7.074.264.26310.7110.37-6.39-6.39-7.09-7.014.274.27210.9311.60-6.83-6.83-7.35-7.784.584.5819.134.56-3.22-3.22-6.08-3.032.142.14Table5-17Shearforceofcolumnunderfullspanliveload(kN)圖5-15活載彎矩分配過程Figure5-15Liveloadbendingmomentdistributionprocess圖5-16滿跨活載彎矩圖（kN?m）Figure5-16Fullspanliveloadbendingmomentdiagram(kN?m)圖5-17滿跨活載剪力、軸力圖（kN）Figure5-17Fullspanliveloadshearforceandaxialforcediagram(kN)1.4風(fēng)荷載作用下的框架內(nèi)力計(jì)算1.水平風(fēng)載作用下框架層間剪力圖5-18風(fēng)載作用下層間剪力圖（kN）Figure5-18Shearforcediagrambetweenlayersunderwindload(kN)其中：?22.各層柱反彎點(diǎn)位置表5-18各層柱反彎點(diǎn)位置Table5-18Thepositionoftheinvertedpointofeachlayerofcolumn層次柱別Kαyαyαyyy6邊柱0.7910—0100.300.30中柱1.3610—0100.320.325邊柱0.791010100.400.40中柱1.361010100.420.424邊柱0.791010100.450.45中柱1.361010100.450.453邊柱0.791010100.450.45中柱1.361010100.480.482邊柱0.7910101.2900.500.50中柱1.3610101.2900.500.501邊柱0.70—00.780—00.700.70中柱1.20—00.780—00.680.68注：其中α1=i3.風(fēng)荷載作用下框架柱剪力及柱端彎矩表5-19風(fēng)荷載作用下框架柱剪力（kN）及柱端彎矩（kN?m）層次h（m）VjD（kN/mm）柱別D（kN/mm）VjkyMM63.35.8876.73邊柱15.80-1.210.30-1.20-2.79中柱22.57-1.730.32-1.83-3.8853.312.076.73邊柱15.80-2.470.40-3.26-4.89中柱22.57-3.530.42-4.89-6.7543.317.8676.73邊柱15.80-3.680.45-5.46-6.68中柱22.57-5.250.45-7.80-9.5233.323.7276.73邊柱15.80-4.880.45-7.25-8.86中柱22.57-6.980.48-11.06-11.9723.329.5876.73邊柱15.80-6.090.50-10.05-10.05中柱22.57-8.700.50-14.36-14.3614.2535.4474.75邊柱16.95-8.040.70-23.92-10.25中柱20.42-9.680.68-27.98-13.16Table5-19Framecolumnshearforce(kN)andcolumnendbendingmoment(kN?m)underwindload4.風(fēng)荷載作用下梁端、跨中彎矩和剪力表5-20風(fēng)荷載作用下梁端、跨中彎矩（kN?m）和剪力（kN）Table5-20Beamend,mid-spanbendingmoment(kN?m)andshearforce(kN)underwindload層次柱別MM節(jié)點(diǎn)左右梁線剛度比邊跨梁端彎矩中跨梁端彎矩風(fēng)荷載下梁端剪力邊跨梁跨中彎矩左右VVV6邊柱-1.20-2.7902.79-0.70-0.26中柱-1.83-3.881.402.271.16-0.70-1.075邊柱-3.26-4.8906.09-1.54-0.54中柱-4.89-6.751.405.023.56-1.54-2.374邊柱-5.46-6.68010.14-2.58-0.86中柱-7.80-9.521.408.435.98-2.58-4.003邊柱-7.25-8.86014.32-3.59-1.38中柱-11.06-11.971.4011.568.21-3.59-5.472邊柱-10.05-10.05017.3-4.47-1.23中柱-14.36-14.361.4014.8710.55-4.47-7.031邊柱-23.92-10.25020.3-5.06-2.10中柱-27.98-13.161.4016.1011.42-5.06-7.615.風(fēng)荷載作用下柱軸力表5-21風(fēng)荷載作用下柱軸力（kN）Table5-21Columnaxialforceunderwindload(kN)層次柱別MM風(fēng)荷載下梁端剪力柱軸力VVVNN6邊柱-1.20-2.79-0.70-0.70中柱-1.83-3.88-0.70-1.07-0.375邊柱-3.26-4.89-1.54-2.24中柱-4.89-6.75-1.54-2.37-1.204邊柱-5.46-6.68-2.58-4.82中柱-7.80-9.52-2.58-4.00-2.623邊柱-7.25-8.86-3.59-8.41中柱-11.06-11.97-3.59-5.47-4.52邊柱-10.05-10.05-4.47-12.88中柱-14.36-14.36-4.47-7.03-7.061邊柱-23.92-10.25-5.06-17.94中柱-27.98-13.16-5.06-7.61-9.611.5地震作用下橫向框架的內(nèi)力計(jì)算1.地震作用下橫向框架的內(nèi)力計(jì)算地震作用下框架柱剪力及柱端彎矩計(jì)算過程見表5-22、梁端彎矩計(jì)算過程見表5-23、柱剪力和軸力計(jì)算過程見表5-24。表5-22地震作用下橫向框架柱剪力（kN）及柱端彎矩（kN?m）Table5-22Transverseframecolumnshearforce(kN)andcolumnendbendingmoment(kN?m)underearthquake層次h（m）層間剪力總剪力D（kN/mm）柱別D（kN/mm）V（kN）yMM63.393.2293.2276.73邊柱15.8019.190.35-22.16-41.16中柱22.5727.420.37-33.47-57.0053.386.33179.5576.73邊柱15.8036.970.40-48.80-73.20中柱22.5752.810.45-78.42-95.8543.370.01249.5676.73邊柱15.8051.390.45-76.31-93.27中柱22.5773.410.47-113.86-128.3933.353.68303.2476.73邊柱15.8062.440.45-92.72-113.33中柱22.5789.200.50-147.18-147.1823.337.36340.676.73邊柱15.8070.130.50-115.71-115.71中柱22.57100.190.50-165.31-165.3114.2521.40362.074.75邊柱16.9582.080.70-244.18-104.65中柱20.4298.890.64-268.98-151.30注：地震作用下按倒三角分布水平力考慮，根據(jù)對稱知計(jì)算A、B軸。表5-23地震作用下梁端彎矩（kN?m）Table5-23Bendingmomentofbeamendunderearthquake(kN?m)層次柱別MM節(jié)點(diǎn)左右梁線剛度比邊跨梁端彎矩中跨梁端彎矩地震作用下梁端剪力邊跨梁跨中彎矩左右VVV6邊柱-22.16-41.16041.16-10.34-3.91中柱-33.47-57.001.4033.3423.65-10.34-15.775邊柱-48.80-73.20095.36-23.75-9.85中柱-78.42-95.851.4075.6553.67-23.75-35.784邊柱-76.31-93.270142.07-36.53-10.54中柱-113.86-128.391.40120.9885.83-36.53-57.223邊柱-92.72-113.330189.64-47.55-18.47中柱-147.18-147.181.40152.70108.33-47.55-72.222邊柱-115.71-115.710208.43-54.34-12.81中柱-165.31-165.311.40182.81129.68-54.34-86.451邊柱-244.18-104.650220.36-56.33-17.57中柱-268.98-151.301.40185.21131.39-56.33-87.59表5-24地震作用梁剪力、柱軸力（kN）Table5-24Shearforceofbeamandaxialforceofcolumnunderearthquake(kN)層次柱別MM地震作用下梁端剪力柱軸力VVVNN6邊柱-22.16-41.16-10.34-10.34中柱-33.47-57.00-10.34-15.77-5.435邊柱-48.80-73.20-23.75-34.09中柱-78.42-95.85-23.75-35.78-17.464邊柱-76.31-93.27-36.53-70.62中柱-113.86-128.39-36.53-57.22-38.153邊柱-92.72-113.33-47.55-118.17中柱-147.18-147.18-47.55-72.22-62.822邊柱-115.71-115.71-54.34-172.51中柱-22.16-41.16-54.34-86.45-94.931邊柱-33.47-57.00-56.33-228.84中柱-48.80-73.20-56.33-87.59-126.192.0.5（雪+活）重力荷載作用下橫向框架的內(nèi)力計(jì)算按《建筑抗震設(shè)計(jì)規(guī)范》GB50011-2010，計(jì)算重力荷載代表值時(shí)，頂層取用雪荷載，其他層取用活荷載。當(dāng)雪荷載與活荷載相差不大時(shí)，可近似按滿跨活荷載布置。（1）橫梁線荷載計(jì)算頂層橫梁：雪載邊跨0.35×3×0.5=0.53kN/m中跨0.35×3×0.5=0.53kN/m二至五層橫梁：活載邊跨7.5×0.5=3.75kN/m中跨10.5×0.5=5.25kN/m（2）雪荷載作用下柱頂荷載1）邊柱柱頂荷載屋面板傳給次梁1/2×3×0.35×0.5×1-2×次梁集中荷載6.97/2=3.49kN屋面板傳給縱梁0.35×0.5×1/2×3×5/8×6=0.98kN頂層邊節(jié)點(diǎn)柱頂集中荷載3.49/2+0.98=2.72kN2）中柱柱頂荷載屋面板傳給次梁1/2×3×0.35×0.5×1-2×次梁集中荷載6.97/2=3.49kN屋面板傳給縱梁0.35×0.5×1/2×3×5/8×6=0.98kN1/2×3×0.35×0.5×1-2×頂層中節(jié)點(diǎn)柱頂集中荷載3.49/2+0.98+1.40=4.12kN（3）縱梁引起柱端附加彎矩頂層外縱梁MA6=?M樓層外縱梁MA4=?M頂層中縱梁MB6=?M樓層中縱梁MB4=?M（4）固端彎矩頂層橫梁：MA6B6=?=?2.11kN?mMB6D6=MD6B6=二至五層橫梁（以四層為例，其余相同）：MA4B4=?=?14.94kN?mMB6D6=MD6B6=（5）節(jié)點(diǎn)不平衡彎矩節(jié)點(diǎn)A6：節(jié)點(diǎn)B6：節(jié)點(diǎn)A4：節(jié)點(diǎn)B4：（6）彎矩分配計(jì)算彎矩分配過程如圖5-20所示，0.5（雪+活）作用下梁剪力、柱軸力、柱剪力，計(jì)算過程見表5-25、5-26、5-27、5-28、5-29。表5-250.5（雪+活）作用下AB跨梁端剪力標(biāo)準(zhǔn)值（kN）Table5-25StandardvalueofshearforceatthebeamendofABspanunder0.5(snowload+liveload)(kN)層q(kN/m)a(m)l(m)u=(l?a)×q/2M(kN?m)M(kN?m)MVV60.531.57.21.51-2.232.11-0.021.53-1.4953.751.57.210.69-12.6614.280.2310.46-10.9243.751.57.210.69-13.0814.510.2010.49-10.8933.751.57.210.69-13.0614.380.1810.51-10.8723.751.57.210.69-13.0914.500.2010.49-10.8913.751.57.210.69-12.8014.340.2110.48-10.9表5-260.5（雪+活）作用下BC跨梁端剪力標(biāo)準(zhǔn)值（kN）層q(kN/m)l(m)l×q/4VV60.5330.400.40-0.4055.2533.943.94-3.9445.2533.943.94-3.9435.2533.943.94-3.9425.2533.943.94-3.9415.2533.943.94-3.94Table5-26StandardvalueofshearforceatB